免煅烧磷石膏砖的制备和性能研究

在活性激发剂的作用下,利用矿渣、磷石膏(PG)和水泥混合制备磷石膏基胶凝材料(PGS),然后研究砂率和粉煤灰掺量对PGS砂浆性能的影响.结果表明:当激发剂掺量为3％时,20℃(湿度大于70％)养护28d的PGS固化体的抗压强度和抗折强度(41.9MPa和7.1MPa)分别较未掺激发剂时提高了89.6％和73.2％,28d软化系数为0.94;PGS固化体28d的总孔隙率(12.21％)较7d的总孔隙率降低了46.8％;当砂率为1∶1时,磷石膏砖的性能最佳,28d的抗压强度和抗折强度分别为56.9MPa和4.8MPa;当粉煤灰掺量为20％时,磷石膏砖的28d抗压强度和抗折强度分别为35.8MPa和3.3MPa,28d吸水率和软化系数分别为2.3％和0.90,质量损失率、抗压强度损失率和抗折强度损失率分别为1.9％、5.5％和4.3％.     

电学方法研究掺有窑灰水泥的水化特性

利用非接触式电阻率新方法,研究普通硅酸盐水泥及粉煤灰和粉磨时间分别为1h、3h和4h的窑灰混掺后胶凝材料的水化特性.试验结果表明,窑灰分别粉磨1h、3h和4h后,在同样掺量情况下,对水泥浆体早期电阻率随时间的变化有明显的影响.高碱度和高Cl-、高SO3含量将直接影响到窑灰作为混合材或直接回窑后水泥的早期水化特性.不同掺量的粉煤灰在一定程度上可以平衡窑灰水泥浆体系中的碱,同时窑灰中的碱也可激发粉煤灰的早期活性,在熟料掺量小于50%时仍可获得较高的早期强度.     

矿物掺合料早期水化活性的测试和分析

本文采用环境扫描电子显微镜(ESEM)和热重-差热(TG-DTA)分析仪对磨细矿渣微粉、高钙粉煤灰、低钙粉煤灰的早期水化活性进行了系统测试和分析.理论和试验结果分析表明,掺合料取代水泥时,浆体早期抗压强度的提高取决于掺合料自身参与水化反应的速度和水化产物的数量.水化产物在掺合料颗粒表面沉积的速度和浆体中硅酸盐、铝酸盐水化产物的非蒸发水量随掺合料活性的提高而提高.掺合料活性按磨细矿渣微粉、高钙粉煤灰、低钙粉煤灰的顺序降低,将磨细矿渣微粉或高钙粉煤灰与低钙粉煤灰复合,可以克服低钙粉煤灰大掺量取代水泥时混凝土早期强度降低的缺陷,这是提高低钙粉煤灰在高强高性能混凝土中掺量的一个有效措施.     

化学激发对煤气化渣-水泥体系抗压强度影响机理研究

针对煤气化渣大量堆存造成的环境污染和固废资源浪费的问题,本工作采用化学激发方法来激发煤气化渣活性,探究不同激发剂对煤气化渣?水泥体系抗压强度的影响.试验选取硫酸盐类、碱类和聚合盐类激发剂,确定最优激发剂种类和掺量;通过扫描电镜(SEM)、X射线衍射(XRD)和热重分析(TG)等微观手段,研究不同激发剂对煤气化渣?水泥体系水化产物的影响.结果表明,硫酸盐类最优激发剂为硫酸钠,最佳掺量为2.5％,试样3 d、28 d抗压强度增长率分别达14.3％、3.4％;碱类最优激发剂为氢氧化钙,最佳掺量为0.5％,试样3 d、28 d抗压强度增长率分别达18.4％、1.8％;聚合铝最佳掺量为2.0％,试样3 d、28 d抗压强度增长率分别达24.0％、3.3％.加入激发剂后试样早期抗压强度均得到提高,微观特征表明试样水化程度加深,且有助于钙矾石和凝胶体等水化产物的生成,提高试样强度,为煤气化渣在水泥基材料中的应用提供了理论依据.     

Ⅲ级粉煤灰掺量、细度对水泥强度发展的影响

为了开发和应用数量大、成分复杂、均匀性差且活性低的Ⅲ级粉煤灰,本文中通过对Ⅲ级粉煤灰的粉磨处理,研究了Ⅲ级粉煤灰的掺量、细度对硅酸盐水泥、普通水泥强度发展的影响。结果表明,为了更好地发挥粉煤灰的活性,Ⅲ级粉煤灰在配制硅酸盐水泥、普通水泥时存在一个合理的粉磨细度和适宜的掺量,当粉煤灰的掺量小于5%时,细度应控制在500m2/kg左右;当掺量为10%￣15%时,细应为600m2/kg左右。     

偏高岭土掺合料对水泥胶砂强度的影响

将不同比例的偏高岭土与矿渣、粉煤灰复合掺入水泥砂浆,分析水胶比和偏高岭土掺合料对水泥胶砂强度的影响,并借助活性指数综合分析偏高岭土掺合料的诱导激活效应。研究结果表明:偏高岭土与其他矿物参合料复掺比例一定时,随水胶比增大,水泥胶砂的强度呈下降趋势。当水胶比一定时,掺量在5%～15%范围之内,偏高岭土与矿渣复掺可提高水泥的早期强度;偏高岭土、矿渣与粉煤灰复掺更有助于改善水泥3～7d的抗折和抗压强度。偏高岭土在复掺比例为40%左右,水泥胶砂的抗折强度和抗压强度活性指数达到最佳。     

偏高岭土基地质聚合物的制备

以偏高岭土为主要固体原料,掺加少量粉煤灰和矿渣,以硅酸钠水玻璃为碱激发剂,制备了偏高岭土基地质聚合物.研究了粉煤灰含量、水玻璃模数、养护方式和矿渣掺量对样品抗压强度的影响.结果表明,在粉煤灰含量为35%、硅酸钠水玻璃模数为l.2、矿渣含量为10%时样品具有较高的抗压强度,养护温度为常温时,28天强度为72MPa,80℃时可达80MPa;通过XRD和MAS-NMR微观分析表明制备的地质聚合物具有类沸石结构,其微观结构形态为无定形态;-Si-O-Al-的键接方式主要为SiQ4(4Al)、SiQ4(2Al)和SiQ4(4Si).     

粉煤灰-电石渣双掺改性高水充填材料物理力学性能研究

为实现将粉煤灰与电石渣两种固体废弃物协同处理的目的,将二者混合后掺入高水充填材料中,研究粉煤灰与电石渣的不同配合比对高水充填材料物理力学性能的影响.将电石渣作为粉煤灰的碱激发剂,以激发粉煤灰的火山灰特性.试验结果表明:粉煤灰掺量相同时,随着电石渣掺量的增加,高水充填材料的凝结时间延长,干容重和湿容重都出现先增加后减小的现象,而含水率刚好相反.高水充填材料的峰值强度呈现先增后减的变化趋势.粉煤灰掺量为20％,电石渣含量占粉煤灰5％为最优掺量,所得的改性高水充填材料在物理及力学参数上与纯高水充填材料十分接近,不仅提高了高水充填材料的经济性,也丰富了粉煤灰与电石渣的利用途径.     

粉煤灰改性磷酸镁水泥性能及机理分析

以粉煤灰、MgO和KH₂PO₄为原料制备磷酸镁水泥(MPC)。测定MPC在不同粉煤灰掺量下的抗压强度、抗折强度、凝结时间、孔隙率,并分析其微观结构。研究结果表明：MPC抗压强度随粉煤灰掺量的增加先升高后降低,掺量为20%时强度最大为34 MPa,抗折强度随粉煤灰掺量的增加而降低,韧性随粉煤灰掺量的增加而降低;粉煤灰改善了MPC孔结构,粉煤灰掺量为40%时MPC孔隙率降低了67.2%;粉煤灰延长了MPC凝结时间,粉煤灰掺量为40%时MPC凝结时间延长至13.7 min;随着粉煤灰掺量的增加水化产物MgKPO₄·6H₂O(MKP)生成量先增多后减少,粉煤灰掺量20%时MKP生成量最大。粉煤灰对MPC强度的影响主要取决于MKP生成量。     

粉煤灰对氯氧镁水泥早期性能的影响

为了研究粉煤灰对氯氧镁水泥的改性作用以及拓展氯氧镁水泥在青海等地的应用,将粉煤灰掺入氯氧镁水泥中,分析了粉煤灰对氯氧镁水泥的凝结时间、强度、耐水性和耐硫酸盐的影响.结果表明:掺入粉煤灰会延长氯氧铁水泥的凝结时间,粉煤灰的掺量与初终凝时间呈线性相关;掺入20％粉煤灰能提高氯氧镁水泥的28天强度和耐水性;硫酸盐环境能够改善氯氧镁水泥的耐水性,虽然大掺量(40％)的氯氧铁水泥浸泡硫酸盐后强度降低幅度较大,但浸硫酸盐后氯氧镁水泥的剩余抗压强度依然是对照组普通硅酸盐水泥强度的1.5倍,适宜将其应用于干旱、少雨、硫酸盐侵蚀比较严重的西藏、青海等西部环境中.     

保水降温功能水泥混凝土铺面材料组成设计与性能研究

将水泥、粉煤灰和磨细高炉矿渣作为保水材料灌注于多孔水泥混凝土母体中,形成具有保水降温功能的铺面材料。分别提供了多孔水泥混凝土母体和保水材料的设计方法,并成型试件对保水铺面水泥混凝土材料的强度、降温效果和抗冻性进行了测试。实验结果表明设计的多孔水泥混凝土母体和保水材料均满足施工和功能要求,成型的保水降温功能水泥混凝土试件28d抗压强度和抗折强度分别能够达到27.7和38.2MPa;在最高气温为33℃的测试条件下,其表面最高温度比普通水泥混凝土降温7℃左右,但随着水分的减少降温效果变差;此外,冻融后保水降温水泥混凝土抗压强度会下降,但不明显。     

Bond strength of PCC pavement repairs using metakaolin-based geopolymer mortar

In order to use geopolymer mortar as a pavement repair material, a splitting test and a slant shear test are performed to characterize the bond strength of the geopolymer and conventional cement mortar interfaces. Effect of curing time, degradation of the cement mortar under different acid conditions on the bond strength of geopolymer with conventional cement mortar, and comparison of the metakaolin geopolymer with other pavement repair materials are analyzed. It was found that curing time affects the interface bond strength greatly. Metakaolin geopolymer reaches 80% of its 28 day strength in 3 days curing, but shows low strength in 24 h curing. Curing temperature affects the strength of metakaolin geopolymer, however metakaolin geopolymer cured in ambient temperature and the bond strength of 3 days curing through splitting and slant shear tests reaches 3.63 MPa and 16.32 MPa, respectively. Degradation of cement mortar negatively affects the bond strength of geopolymer and conventional cement mortar. Possibility of using metakaolin geopolymer as a repair material is discussed by comparison of this experimental result with these of other repair materials.     

神经脱细胞基质凝胶/BMP-2/脱钙骨复合材料的制备及性能

以神经脱细胞基质(NAM)凝胶作为载体,在多孔脱钙骨内表面负载BMP-2,制备新型复合骨修复材料。采用扫描电镜观察材料微观结构,结果表明脱钙骨基质(DBM)复合负载BMP-2的脱细胞基质凝胶后有利于细胞粘附;力学检测结果显示脱钙骨未复合神经脱细胞基质凝胶时,材料的抗压强度为(1.04±0.44)MPa,脱钙骨复合神经脱细胞基质凝胶之后,抗压强度为(1.00±0.30)MPa,材料复合凝胶前后力学性能改变不明显;模拟体内环境,检测不同时间点复合材料中的BMP-2缓释性能,复合材料可缓慢释放BMP-2至少一个月;在材料内部种植MC3TE-E1细胞,共培养14天,CCK-8、碱性磷酸酶检测表明负载BMP-2的神经脱细胞基质凝胶复合脱钙骨材料能够促进细胞增殖和成骨分化。神经脱细胞基质凝胶/BMP-2/钙骨复合材料具有潜在的骨修复应用前景。     

硫铝酸盐水泥基复合相变储能砂浆的制备及其性能

采用熔融共混法制备“低密度聚乙烯（LDPE）-石蜡-石墨”复合定形相变材料（SSPCM）,并以硫铝酸盐水泥作为胶凝材料,制备了硫铝酸盐水泥基复合相变储能砂浆（TESCCM）。利用SEM、激光扫描共聚焦显微镜（LSCM）、DSC和TGA分析了SSPCM和TESCCM的微观形貌、蓄热能力和热稳定性。通过测试TESCCM的抗压和抗折强度,分析了SSPCM含量对TESCCM力学性能的影响,并利用自制热性能测试箱评价了TESCCM的热调节性能。结果表明：LDPE能够形成多层次网状结构,可实现对相变石蜡的有效包裹,所制备的SSPCM热焓值可达88.02 J/g; SSPCM与水泥基体结合良好; TESCCM具有热稳定性好、强度增长快、早期强度高及调温性能显著等特点。SSPCM含量增加会使TESCCM的强度降低,但对材料的韧性却有所改善。对于SSPCM与水泥质量比为50%的TESCCM,1天和3天抗压强度分别为5.58 MPa和6.51 MPa,28天压折比为2.7。     

可缓释药物的明胶/磷酸钙骨水泥复合组织工程支架材料

采用向孔隙中灌注含聚乳酸聚乙醇酸共聚物（PLGA）载药微球的明胶溶液的方法制备了具有药物缓释功能的明胶/磷酸钙骨水泥复合组织工程支架。用扫描电子显微镜观察了微球和支架的形貌特征,用万能材料试验机测定了支架材料的抗压强度,用紫外-可见分光光度计分析了复合支架的释药率。结果表明,灌注明胶对多孔磷酸钙骨水泥支架起到显著的增强作用,抗压强度达2.42 MPa。复合支架携载硫酸庆大霉素, 具有良好的药物缓释功能,缓释时间可达30天以上,使支架在修复骨缺损的同时能消除炎症反应,成为一种集骨修复和治疗于一体的新型组织工程支架材料,具有良好的应用前景。      

Internal curing of Class-F fly-ash concrete using high-volume roof-tile waste aggregate

The aim of this study was to investigate the effect of a high volume of roof-tile waste coarse aggregate (5–13 mm) as an internal curing agent on the compressive strength, modulus of elasticity, pore structure, and hydration and pozzolanic reactions in paste of fly-ash concrete with a low water-to-binder ratio of 0.30. The fly-ash concrete specimens in which the replacement ratio of cement by Class-F fly ash was 40% by mass and that of normal coarse aggregate by roof-tile waste aggregate was 40% by volume, were cured up to 728 days. Internal curing with roof-tile waste aggregate increased the compressive strength of the fly-ash concrete by 8.4–16.5% and decreased the modulus of elasticity by 4.9–12.8%. The use of a high volume of waste aggregate decreased the volume of the capillary pores in the 0.01–10 µm range and the volume proportion of the 0.02–0.33-µm pores after 28 days, but increased the volume proportion of 0.003–0.02-µm pores slightly at 7 days and significantly up to 728 days, and the consumption of Ca(OH)₂ in the fly-ash concrete. This roof-tile waste aggregate can be used as an internal water reservoir to increase the compressive strength and to improve the pore structure of concrete with a high-volume (40%) replacement of Class-F fly ash.     

Investigation on the application of steel slag-fly ash-phosphogypsum solidified material as road base material

The aim of the present work is to prepare a new type of steel slag-fly ash-phosphogypsum solidified material totally composed with solid wastes to be utilized as road base material. The mix formula of this material was optimized, the solidified material with optimal mix formula (fly ash/steel slag=1:1, phosphogypsum dosage=2.5%) results in highest strength. The strength development, resilience modulus and splitting strength of this material were studied comparing with some typical road base materials, the 28- and 360-day strength of this material can reach 8MPa and 12MPa, respectively, its resilience modulus reaches 1987MPa and splitting strength reaches 0.82MPa, it has higher early strength than lime-fly ash and lime-soil road base material, its long-term strength is much higher than cement stabilized granular materials, the solidified material has best water stability among those road base materials, it can be engineered as road base material with competitive properties. The strength formation mechanism of this solidified material is discussed also.     

磷酸钙骨水泥/明胶复合组织工程支架材料的制备及其结构与性能

磷酸钙骨水泥组织工程支架材料具有良好的生物相容性和骨传导性,是一种良好的骨组织工程支架材料,但是这种材料存在力学性能差的缺点,限制了它的应用.本文采用生物相容性良好的可降解明胶材料与磷酸钙骨水泥支架进行复合,制备出的明胶/磷酸钙骨水泥复合支架材料,其压缩强度可达3.7MPa,比复合前磷酸钙支架材料的强度提高了37倍,而且材料具有良好的柔韧性,适合用作为非承重部位骨组织缺损修复用组织工程支架材料.     

Mathematical model for the prediction of cement compressive strength at the ages of 7 and 28 days within 24 hours

In this study 450 cement mortar cubes were cast from 50 different cement samples taken from 9 different cement factories, to develop a mathematical model that can predict Portland cement compressive strength at ages 7 and 28 days within 24 hours only. This is in order to save time and expense, that is lost in waiting for such a long period, and for quality control assurance for both produced cement (in cement factories), and concrete mixes in constructions. In addition, attention has been made on the right choice of variables of the cement itself (phase composition and fineness). In addition, an attempt has been made to use other variables that are believed to affect compressive strength of Portland cement as the minor oxides MgO, SO₃ and soundness. Other variables obtained from chemical analysis of the cement as LOI, IR, and LSF were also included in the model. The most important thing in this study is to get use of the concept of using early age strength to predict Portland cement strength at later ages for the first time. An attempt was made to combine both accelerated strength testing (as an early strength and UPV of cement mortar specimens), with the characteristics of the cement mentioned above, in predicting the compressive strength of cement. It was found that the accelerated strength yields good and high correlation with the compressive strength of cement, especially at the age of 28 days. In this work too, the importance of the ultrasonic pulse velocity (UPV) and mortar density were evident and the usefulness of using these variables in predicting the compressive strength of the cement was proved (because of fixing most of the factors affecting this property). Thus, it is possible to have good results that can be used in the prediction of compressive strength of cement. It was found that using each of the accelerated compressive strength f_acc, UPV and density of the mortar cubes yielded high correlation with the compressive strength than any of the other variables. Different combinations of variables were introduced into the model, in order to choose the variables that can significantly predict the cement compressive strength. In this work, it was possible to obtain a model that can predict the cement strength with standard errors of only 1.887 and 1.904 MPa and coefficients of correlation of 0.903 and 0.928, for cement strengths at 7 and 28 days respectively.     

Transport and mechanical properties of self consolidating concrete with high volume fly ash

This paper presents the transport and mechanical properties of self consolidating concrete that contain high percentages of low-lime and high-lime fly ash (FA). Self consolidating concretes (SCC) containing five different contents of high-lime FA and low-lime FA as a replacement of cement (30, 40, 50, 60 and 70 by weight of total cementitious material) are examined. For comparison, a control SCC mixture without any FA was also produced. The fresh properties of the SCCs were observed through, slump flow time and diameter, V-funnel flow time, L-box height ratio, and segregation ratio. The hardened properties included the compressive strength, split tensile strength, drying shrinkage and transport properties (absorption, sorptivity and rapid chloride permeability tests) up to 365 days. Test results confirm that it is possible to produce SCC with a 70% of cement replacement by both types of FA. The use of high volumes of FA in SCC not only improved the workability and transport properties but also made it possible to produce concretes between 33 and 40 MPa compressive strength at 28 days, which exceeds the nominal compressive strength for normal concrete (30 MPa).